Sheetpile Failure
Sheetpile Failure
(OP)
I fess up that I am not an engineer. I own a channel lot. 70' of channel frontage. Steel sheetpile wall, clay soil, 24" by 12" sheetpile deadmen every 10 feet 18' back from wall. Two 3/4" tie rods from sheetpile wall welded to each deadman, unfortunately not threaded and bolted. Metallurgical report shows welds weakened tierods and/or deadmen, causing low cycle fatigue and failure. Sheetpile wall was noticed bowing out in early January, 2004.
February 20, 2004 a water line at the dock broke and spewed 18,000 gallons of water over an 18 to 24 hour period of time. Question 1) How does one calculate the amount of pressure or force that this amount of water would have put on the already failing wall? Question 2) Would a properly constructed seawall have been able to withstand the pressure of 18,000 gallons of water spewing behind it?
Thanks for your help.
February 20, 2004 a water line at the dock broke and spewed 18,000 gallons of water over an 18 to 24 hour period of time. Question 1) How does one calculate the amount of pressure or force that this amount of water would have put on the already failing wall? Question 2) Would a properly constructed seawall have been able to withstand the pressure of 18,000 gallons of water spewing behind it?
Thanks for your help.





RE: Sheetpile Failure
The deadmen are 1' by 2'? With two tie rods connected to each one - effectively giving the bulkhead 0.2 square feet of deadman per foot of wall?! I'd call that a Mickey Mouse setup, but I have too much respect for Mickey.
You have lots of problems; but you need the services of a competent local geotechnical engineer most of all...
Please see FAQ731-376 for great suggestions on how to make the best use of Eng-Tips Fora. See FAQ158-922 for recommendations regarding the question, "How Do You Evaluate Fill Settlement Beneath Structures?"
RE: Sheetpile Failure
RE: Sheetpile Failure
Seawalls should be designed to handle hydrostatic pressure from either side. After all, you are on the sea - and should expect large waves from time to time to top the wall. The wall should have also been designed with proper drainage along the back side to drain the water. The fact that a water line is installed behind the seawall is another reason that the wall should be designed for the potential leakage from the line.
RE: Sheetpile Failure
Stone has been backfilled behind the now pulled back wall for improved drainage. However, we are still not comfortable with tie rods welded to the deadmen, even with reinforcement on the back of the deadmen.
RE: Sheetpile Failure
RE: Sheetpile Failure
Tie rods are generally designed to pass through the deadmen and are usually bolted to a pair of channels or a beam to spread the load. This elimintes a lot of problems that can be caused by welding. www.pilebuck.com is a good website for sheeting and you can see a lot of typical details there.
Good Luck
RE: Sheetpile Failure